The objective of this thesis was to advance understanding in the field of biolubrication, finding inspiration from the human synovial joints. This was addressed by investigating the association of key biolubricants and the resulting lubrication performance. Techniques employed during the course of this work were Atomic force microscopy (AFM), Quartz crystal microbalance with dissipation monitoring (QCM-D), X-ray reflectivity (XRR). Key synovial fluid and cartilage components like dipalmitoylphosphatidylcholine (DPPC), hyaluronan (HA), lubricin, and cartilage oligomeric matrix protein (COMP) have been used in the investigations. Focus was towards two lubrication couples; DPPC-hyaluronan and COMP-lubricin. DPPC-hyaluronan mixtures were probed on hydrophilic silica surfaces and COMP-lubricin association structures were explored on weakly hydrophobic poly (methyl methacrylate) (PMMA) surfaces. Investigations of the COMP-lubricin pair revealed that individually these components are unable to reach desired lubrication. However in combination, COMP facilitates firm attachment of lubricin to the PMMA surface in a favourable confirmation that imparts low friction coefficient. DPPC and hyaluronan combined impart lubrication advantage over lone DPPC bilayers. Hyaluronan provides a reservoir of DPPC on the surface and consequently self-healing ability. Other factors like temperature, presence of calcium ions, molecular weight of hyaluronan, and pressure were also explored. DPPC bilayers at higher temperature had higher load bearing capacity. Association between DPPC Langmuir layers and hyaluronan was enhanced in the presence of calcium ions, and lower molecular weight hyaluronan had a stronger tendency to bind to DPPC. At high pressures, DPPC-hyaluronan layers were more stable compared to lone DPPC bilayers. / <p>QC 20170210</p>

Fundações profundas, quando solicitadas ao carregamento lateral, são regidas por três critérios de projeto: resistência última do solo, carga última do elemento estrutural e deflexão máxima. Esses critérios atuam em conjunto e é necessário que sejam analisados dessa forma, visto que a falha de um deles é capaz de acarretar o colapso de todo sistema. No que tange à resistência do solo, metodologias de capacidade de carga existentes traduzem o comportamento de solos granulares e coesivos. Dada a particularidade da atuação de solos residuais na mecânica dos solos, não há uma metodologia abrangente para estacas sujeitas a solicitação de carregamento lateral nesse tipo de solo, o qual apresenta comportamento intermediário e estrutura levemente cimentada. Em vista disso, o presente trabalho propõe um método de estimativa de capacidade de carga para estacas carregadas horizontalmente, quando inseridas em solo residual e em casos em que as mesmas apresentam topo locado em superfície de solo tratado. Dessa forma, dados de provas de carga lateral pré-existentes e ensaios de laboratório executados ao longo da pesquisa serviram como base para a proposição do método, fundamentado no comportamento do material quando solicitado ao carregamento lateral Ensaios de resistência à compressão simples, compressão oedométrica, compressão isotrópica e ensaios triaxiais com medidas de módulo cisalhante demonstram que há um ponto em que se dá a quebra da estrutura cimentada do solo, passando o mesmo a se apresentar num arranjo desestruturado, refletido em maiores deformações. Uma relação linear é capaz de equacionar a capacidade de carga, tanto para estacas inseridas em solo residual quanto para estacas executadas em solo com camada superficial melhorada. Essa relação é estabelecida entre a carga de ruptura das estacas ensaiadas e a área de solo adjacente à mesma, mobilizada pelo carregamento. Os resultados demonstram que a capacidade de carga das estacas estudadas é regida pela tensão de plastificação do material. O equacionamento proposto possibilita a obtenção da carga de ruptura com base em ensaios simples e de fácil execução, tal como o ensaio de resistência à compressão simples que estabelece relação direta com a tensão de plastificação do solo estudado. / Deep foundations, when requested to lateral loading, are governed by three design criteria: ultimate soil strength, piles’ ultimate load, and maximum deflection. These criteria act together and must be analyzed in this way, since the failure of one of them is capable of causing the collapse of the entire system. Regarding soil resistance, the current bearing capacity methodologies describe the behavior of granular and cohesive soils. Given the particular behavior of the residual soils in the soil mechanics, there is no comprehensive methodology for piles subject to lateral loads and inserted in this soil type, which presents an intermediate behavior and a lightly cemented structure. Thus, the present work proposes an estimated bearing capacity for crosswise loaded piles, when inserted in residual soil and in soil with the top layer cemented. So, data from preexisting lateral loading tests and laboratory tests, performed during the research, served as a basis for the proposition of the method, based on the behavior of the material when requested to lateral loading Unconfined compression tests, oedometer consolidation tests, isotropic compression, and triaxial tests with measures of shear modulus demonstrate that there is a point where the soil's cemented structure breaks down, presenting itself in a destructured arrangement, reflected by larger strains. A linear relationship is capable of equating the bearing capacity for both, piles inserted in residual soil and piles carried out in soil with improved surface layer. This relationship is established between the rupture load of the piles tested and the area of soil adjacent to it mobilized by the loading. The results shows that the piles' bearing capacity is governed by the yield stress of the material. The proposed equation makes it possible to obtain the rupture load based on simple and easy tests, such as the unconfined compression test that establishes a direct relationship with the yield stress of the studied soil.

Fundações profundas, quando solicitadas ao carregamento lateral, são regidas por três critérios de projeto: resistência última do solo, carga última do elemento estrutural e deflexão máxima. Esses critérios atuam em conjunto e é necessário que sejam analisados dessa forma, visto que a falha de um deles é capaz de acarretar o colapso de todo sistema. No que tange à resistência do solo, metodologias de capacidade de carga existentes traduzem o comportamento de solos granulares e coesivos. Dada a particularidade da atuação de solos residuais na mecânica dos solos, não há uma metodologia abrangente para estacas sujeitas a solicitação de carregamento lateral nesse tipo de solo, o qual apresenta comportamento intermediário e estrutura levemente cimentada. Em vista disso, o presente trabalho propõe um método de estimativa de capacidade de carga para estacas carregadas horizontalmente, quando inseridas em solo residual e em casos em que as mesmas apresentam topo locado em superfície de solo tratado. Dessa forma, dados de provas de carga lateral pré-existentes e ensaios de laboratório executados ao longo da pesquisa serviram como base para a proposição do método, fundamentado no comportamento do material quando solicitado ao carregamento lateral Ensaios de resistência à compressão simples, compressão oedométrica, compressão isotrópica e ensaios triaxiais com medidas de módulo cisalhante demonstram que há um ponto em que se dá a quebra da estrutura cimentada do solo, passando o mesmo a se apresentar num arranjo desestruturado, refletido em maiores deformações. Uma relação linear é capaz de equacionar a capacidade de carga, tanto para estacas inseridas em solo residual quanto para estacas executadas em solo com camada superficial melhorada. Essa relação é estabelecida entre a carga de ruptura das estacas ensaiadas e a área de solo adjacente à mesma, mobilizada pelo carregamento. Os resultados demonstram que a capacidade de carga das estacas estudadas é regida pela tensão de plastificação do material. O equacionamento proposto possibilita a obtenção da carga de ruptura com base em ensaios simples e de fácil execução, tal como o ensaio de resistência à compressão simples que estabelece relação direta com a tensão de plastificação do solo estudado. / Deep foundations, when requested to lateral loading, are governed by three design criteria: ultimate soil strength, piles’ ultimate load, and maximum deflection. These criteria act together and must be analyzed in this way, since the failure of one of them is capable of causing the collapse of the entire system. Regarding soil resistance, the current bearing capacity methodologies describe the behavior of granular and cohesive soils. Given the particular behavior of the residual soils in the soil mechanics, there is no comprehensive methodology for piles subject to lateral loads and inserted in this soil type, which presents an intermediate behavior and a lightly cemented structure. Thus, the present work proposes an estimated bearing capacity for crosswise loaded piles, when inserted in residual soil and in soil with the top layer cemented. So, data from preexisting lateral loading tests and laboratory tests, performed during the research, served as a basis for the proposition of the method, based on the behavior of the material when requested to lateral loading Unconfined compression tests, oedometer consolidation tests, isotropic compression, and triaxial tests with measures of shear modulus demonstrate that there is a point where the soil's cemented structure breaks down, presenting itself in a destructured arrangement, reflected by larger strains. A linear relationship is capable of equating the bearing capacity for both, piles inserted in residual soil and piles carried out in soil with improved surface layer. This relationship is established between the rupture load of the piles tested and the area of soil adjacent to it mobilized by the loading. The results shows that the piles' bearing capacity is governed by the yield stress of the material. The proposed equation makes it possible to obtain the rupture load based on simple and easy tests, such as the unconfined compression test that establishes a direct relationship with the yield stress of the studied soil.

Fundações profundas, quando solicitadas ao carregamento lateral, são regidas por três critérios de projeto: resistência última do solo, carga última do elemento estrutural e deflexão máxima. Esses critérios atuam em conjunto e é necessário que sejam analisados dessa forma, visto que a falha de um deles é capaz de acarretar o colapso de todo sistema. No que tange à resistência do solo, metodologias de capacidade de carga existentes traduzem o comportamento de solos granulares e coesivos. Dada a particularidade da atuação de solos residuais na mecânica dos solos, não há uma metodologia abrangente para estacas sujeitas a solicitação de carregamento lateral nesse tipo de solo, o qual apresenta comportamento intermediário e estrutura levemente cimentada. Em vista disso, o presente trabalho propõe um método de estimativa de capacidade de carga para estacas carregadas horizontalmente, quando inseridas em solo residual e em casos em que as mesmas apresentam topo locado em superfície de solo tratado. Dessa forma, dados de provas de carga lateral pré-existentes e ensaios de laboratório executados ao longo da pesquisa serviram como base para a proposição do método, fundamentado no comportamento do material quando solicitado ao carregamento lateral Ensaios de resistência à compressão simples, compressão oedométrica, compressão isotrópica e ensaios triaxiais com medidas de módulo cisalhante demonstram que há um ponto em que se dá a quebra da estrutura cimentada do solo, passando o mesmo a se apresentar num arranjo desestruturado, refletido em maiores deformações. Uma relação linear é capaz de equacionar a capacidade de carga, tanto para estacas inseridas em solo residual quanto para estacas executadas em solo com camada superficial melhorada. Essa relação é estabelecida entre a carga de ruptura das estacas ensaiadas e a área de solo adjacente à mesma, mobilizada pelo carregamento. Os resultados demonstram que a capacidade de carga das estacas estudadas é regida pela tensão de plastificação do material. O equacionamento proposto possibilita a obtenção da carga de ruptura com base em ensaios simples e de fácil execução, tal como o ensaio de resistência à compressão simples que estabelece relação direta com a tensão de plastificação do solo estudado. / Deep foundations, when requested to lateral loading, are governed by three design criteria: ultimate soil strength, piles’ ultimate load, and maximum deflection. These criteria act together and must be analyzed in this way, since the failure of one of them is capable of causing the collapse of the entire system. Regarding soil resistance, the current bearing capacity methodologies describe the behavior of granular and cohesive soils. Given the particular behavior of the residual soils in the soil mechanics, there is no comprehensive methodology for piles subject to lateral loads and inserted in this soil type, which presents an intermediate behavior and a lightly cemented structure. Thus, the present work proposes an estimated bearing capacity for crosswise loaded piles, when inserted in residual soil and in soil with the top layer cemented. So, data from preexisting lateral loading tests and laboratory tests, performed during the research, served as a basis for the proposition of the method, based on the behavior of the material when requested to lateral loading Unconfined compression tests, oedometer consolidation tests, isotropic compression, and triaxial tests with measures of shear modulus demonstrate that there is a point where the soil's cemented structure breaks down, presenting itself in a destructured arrangement, reflected by larger strains. A linear relationship is capable of equating the bearing capacity for both, piles inserted in residual soil and piles carried out in soil with improved surface layer. This relationship is established between the rupture load of the piles tested and the area of soil adjacent to it mobilized by the loading. The results shows that the piles' bearing capacity is governed by the yield stress of the material. The proposed equation makes it possible to obtain the rupture load based on simple and easy tests, such as the unconfined compression test that establishes a direct relationship with the yield stress of the studied soil.

A nonlinear finite element analysis was performed for an existing road bridge in order to see if that could show a higher load bearing capacity, as an alternative to repairing or replacing. The regular linear analysis had shown that the bridge could not take any traffic load due to the effects from large and uneven support settlements. It is a five-span reinforced concrete bridge with a continuous slab on supports made out of rows of columns. The width-to-span ratio was around 1 and the supports were angled up to about 30°, giving rise to a complex three-dimensional behaviour, which was seen and studied in the nonlinear results. Since the bending moment was the limiting factor, the nonlinear analysis focused on that. The direct result was that the load bearing capacity was 730 kN for the traffic vehicle boogie load, B, in the ultimate limit state. This was however only for the load case tested, and several more disadvantageous vehicle positions may exist. Other aspects also became limiting, as the maximum allowed vertical deflection in the serviceability limit state was reached at 457 kN. The most restraining though, was the shear capacity from the linear analysis; 78 kN, since it was not possible to simulate that type of failure with the shell elements used in the nonlinear finite element analysis. The main aim of the thesis was nonetheless reached, since the nonlinear analysis was able to show a significant increase in load bearing capacity.  A comparison was made with the settlements for the nonlinear case, to see how much influence they had on the load bearing capacity for traffic load. This was performed for both the bridge and a simple two-span beam. Both showed that there was no effect on the load bearing capacity in the ultimate limit. One thing to note was that the full settlements were applied, and with no relaxation due to creep.  Another aim of the thesis was to make comments on the practical usability of the nonlinear finite element method in load bearing capacity assessments. A linear analysis was performed before the nonlinear in order to be able to determine the load case to be used in the latter. This worked well, as the strengths of the two methods could then be utilized. Convergence problems were however encountered for the nonlinear when using the regular static solver. Due to this, the dynamic explicit calculation scheme was used instead, treating the case as quasi-static. This managed to produce enough usable results. It was concluded that the nonlinear finite element method is useable for assessment calculations, but that its strengths and weaknesses must be known in order to make it an efficient method.

A nonlinear finite element analysis was performed for an existing road bridge in order to see if that could show a higher load bearing capacity, as an alternative to repairing or replacing. The regular linear analysis had shown that the bridge could not take any traffic load due to the effects from large and uneven support settlements. It is a five-span reinforced concrete bridge with a continuous slab on supports made out of rows of columns. The width-to-span ratio was around 1 and the supports were angled up to about 30°, giving rise to a complex three-dimensional behaviour, which was seen and studied in the nonlinear results. Since the bending moment was the limiting factor, the nonlinear analysis focused on that. The direct result was that the load bearing capacity was 730 kN for the traffic vehicle boogie load, B, in the ultimate limit state. This was however only for the load case tested, and several more disadvantageous vehicle positions may exist. Other aspects also became limiting, as the maximum allowed vertical deflection in the serviceability limit state was reached at 457 kN. The most restraining though, was the shear capacity from the linear analysis; 78 kN, since it was not possible to simulate that type of failure with the shell elements used in the nonlinear finite element analysis. The main aim of the thesis was nonetheless reached, since the nonlinear analysis was able to show a significant increase in load bearing capacity. A comparison was made with the settlements for the nonlinear case, to see how much influence they had on the load bearing capacity for traffic load. This was performed for both the bridge and a simple two-span beam. Both showed that there was no effect on the load bearing capacity in the ultimate limit. One thing to note was that the full settlements were applied, and with no relaxation due to creep. Another aim of the thesis was to make comments on the practical usability of the nonlinear finite element method in load bearing capacity assessments. A linear analysis was performed before the nonlinear in order to be able to determine the load case to be used in the latter. This worked well, as the strengths of the two methods could then be utilized. Convergence problems were however encountered for the nonlinear when using the regular static solver. Due to this, the dynamic explicit calculation scheme was used instead, treating the case as quasi-static. This managed to produce enough usable results. It was concluded that the nonlinear finite element method is useable for assessment calculations, but that its strengths and weaknesses must be known in order to make it an efficient method.

No description available.

As the population increases, Swedish cities are becoming more urbanized. Consequently, people’s well-being deteriorates, and global warming has become reality. Buildings are replacing green spaces, necessitating the implementation of new methods to reintroduce greenery into urban areas. This study was conducted to investigate how a wall of an existing building in Halmstad, Sweden, is affected by supporting a living wall concerning load-bearing capacity, moisture, energy performance and economics. The methodology of this qualitative study includes literature review, interviews, and calculations for moisture, heat, and load-bearing capacity. The study found that living walls serve as additional insulation and that moisture does not affect the existing wall due to a vapor barrier. Also that the calculated wall withstands the weight of the living wall. Installation and maintenance costs can vary widely, and there is a wide range of plant species available. It's important to find plants that can withstand the climate for the specific wall. A broader selection of plants is available among those that wither in a beautiful way and are thus not evergreen. After interviews, it can be noted that living walls require minimal maintenance and thus maintenance costs are constant. Over time, some costs will be reduced as cooling and heating expenses decrease since the living wall acts as additional insulation.

Glasträger sind in einer auf Transparenz ausgerichteten Bauweise zunehmend gefragt. Üblicherweise bestehen diese lastabtragenden Elemente aus mehreren Glasscheiben, verbunden mit Polyvinylbutyral-Folie (PVB-Folie), und gleichen in ihrem Aufbau somit Verbund-Sicherheitsglas (VSG). VSG-Träger besitzen bei vollständigem Glasbruch keine Resttragfähigkeit und werden daher in Dicke und Aufbau mit dem Ziel ausgelegt, vollständigen Glasbruch zu vermeiden. Hybride Glasträger kombinieren in der Regel Glas mit einem duktilen Material und besitzen im Falle des vollständigen Glasbruchs ein duktiles Versagensverhalten. Sie stellen damit eine vielversprechende Option zur Erfüllung des geforderten Sicherheitsniveaus bei Glasträgern dar. Die in der vorliegenden Arbeit betrachteten hybriden Träger entstehen durch die flächige Verklebung von Glas- und transparenten Kunststoffscheiben mit einem ebenfalls transparenten Klebstoff. Bei vollständigem Glasbruch stellt sich ein Tragverhalten ein, bei dem infolge des Klebstoffverbunds der Kunststoff die Zugspannungen und das gebrochene Glas weiterhin Druckspannungen aufnimmt. Die erste Auswahl von Klebstoff und Kunststoff basiert auf Voruntersuchungen an kleinformatigen Prüfkörpern. Die erforderliche Kantenqualität von Floatglas wurde anhand von Vierpunkt-Biegeuntersuchungen bestimmt. Zur weiteren Beurteilung der Eignung des Klebstoffs dienen Klimawechseltests an kleinformatigen Hybridbauteilen, da zwischen Glas und Kunststoff deutliche Unterschiede in der Temperaturausdehnung vorliegen. Aufbauend auf den durchgeführten Untersuchungen wurden das Kunststoffmaterial Polycarbonat und ein niedrigviskoser UV- und strahlungshärtender Acrylatklebstoff, der im ausgehärteten Zustand über hohe Nachgiebigkeit verfügt, für die weiteren mechanischen Untersuchungen an Prüfkörpern im Bauteilformat ausgewählt. Kurzzeitversuche mit kraftgesteuerter Belastungsaufbringung und unter Variation von Polycarbonatdicke, Trägerhöhe und Glasart geben Aufschluss über das Trag- und Resttragfähigkeitsverhalten. Sie stellen die prinzipielle Wirkweise der Hybridträger vor und nach Bruch dar. Vergleichende Versuche an VSG-Trägern demonstrieren die fehlende Resttragfähigkeit dieser Elemente. Belastungsversuche an reinen Polycarbonatscheiben verdeutlichen die Notwendigkeit der Stabilisierung der Hybridträger durch das gebrochene Glas. Langzeitversuche fanden bei statischer Belastung der intakten und gebrochenen Hybridträger statt. Lasthöhe und Belastungsdauer der gebrochenen Träger orientieren sich an realistischen Einsatzbedingungen. Die Versuche zeigen die Unterschiede bei der Entwicklung des Bruchbilds aufgrund der geringeren Last und ermöglichen die Untersuchung des Resttragfähigkeitsverhaltens unter Dauerlast sowie des Ablaufs und der Hintergründe des Trägerversagens. Aufbauend auf den durchgeführten Versuchen erfolgt eine Einteilung der unterschiedlichen Trägerzustände in drei Stadien mit Angaben zu einer einfachen analytischen Betrachtung. Die Diskussion der erhaltenen Ergebnisse sowie ein Ausblick auf weiteren Untersuchungsbedarf schließen die Arbeit ab. / In transparency-oriented architecture, glass beams are increasingly in demand. These load-bearing elements usually consist of multiple glass panes, bonded with polyvinyl butyral foil (PVB foil), and are comparable to laminated safety glass. These glass beams do not assure any level of post-breakage performance after complete glass breakage. Therefore glass thickness and assembly of the beams are chosen with the objective of avoiding complete glass breakage at all costs. Hybrid glass beams typically combine glass with a ductile material and offer a ductile failure mode in case of complete glass breakage. For this reason they represent a promising solution to meet the required safety levels for glass beams. This study deals with hybrid glass beams which are made by bonding panes of glass and transparent plastics using a transparent adhesive. In case of complete glass breakage the plastic material, which is connected to the glass by the adhesive bond, bears the tensile stress whereas the glass is still able to carry the compressive stress. The pre-selection of plastic and adhesive is based on preliminary tests on small specimens. The required quality of the edges of annealed glass was determined by specific four-point bending tests. Because of the considerable difference in thermal expansion between glass and plastics, alternating climate tests were executed on small hybrid components to further evaluate the suitability of the adhesive. Based on the research conducted, the plastic material polycarbonate and a UV- and light-curing acrylate adhesive, which shows a very flexible behavior when hardened, were chosen for further mechanical tests on larger specimens. Short-term tests with constantly increasing load and varying polycarbonate thickness, beam height and glass type provide information on the load-bearing capacity before and the residual load-bearing capacity after glass breakage of the hybrid beams. Comparative tests on laminated glass beams demonstrate the missing residual load-bearing capacity of these components. Loading tests on polycarbonate panes illustrate the need for stabilization of the hybrid beams by the broken glass. Long-term tests were executed by static loading of the intact and broken hybrid beams. The load level and the load duration of the broken beams are based on realistic working conditions. The tests show the difference in the development of the fracture pattern resulting of the lower load and allow the examination of the residual load-bearing capacity at continuous load as well as the process and the reasons behind the beam failure. Based on the tests conducted, three different states of the hybrid beams are categorized and detailed for their easy analytical approach. A discussion of the obtained results and an outlook on further needed research complete the study.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / The preconsolidation pressure (σp) is obtained from the curve of the soil compression visual graphical form, mathematical or associating both and is an estimate of its load-bearing capacity. In order to remove the subjectivity of the visual graphical method is need for mathematical description (models using) of the compression curve. However, research results do not provide subsidies for the choice of a model whose σp represents well the resulting load-bearing capacity of soil, but if some model to represent, the σp should be a function of density and water content soil, other properties remain constant. The objective of this study was to understand the variability in the preconsolidation pressure caused by different models and options to adjust these models to the compression curve and evaluate the relationship of preconsolidation pressure with bulk density (Ds), volumetric water content (θ) and macroporisity (Ma) . For this, we performed the uniaxial compression test of 300 samples from a Hapludox, clayey, with wide variation Ds and θ. The preconsolidation pressure was determined by strictly mathematical, from the set of ten models, where seven of them consisted of variations of the model van Genuchten (1980) and others have been proposed by Friton (2001), Assouline (2002) and Gregory et al. (2006). The model proposed by Gregory and Friton possible to obtain the σp for only 62 and 56% of the curves, respectively, the variations of the model van Genuchten were enable the calculation of σp at least 90% of the curves. In three of the variations of the van Genuchten model, it was possible to get σp in 100% of the curves. The range of σp produced by the various options described in compression curve affects the physical significant of σp to represent the load bearing capacity of the soil. Likewise, Ds, θ and Ma, which influence the same load bearing capacity of the soil, not explained more than 58% of the variation of σp produced using different models. With the criteria used, it is not possible to choose one model over the other which allows to estimate more adequately by σp, the load bearing capacity of the soil, which limits the use of this parameter as an indicator for soil management agricultural. Given this result, it was investigated whether the percentage of deformation of the sample as a function of the applied loads would be more closely related to Ds, θ, and Ma was considered a safe limit of deformation of the physical viewpoint, that Ma deformation where the remains higher than 10%. The use of maintenance limit of 80% of voids index (Mεi) displaces the deformation to the plastic region of the curves of all the density ranges and therefore cannot be used for soil with structure more affected by compaction. The load to achieve a certain percentage (Mεi) is best explained by the variation of Ds and θ. The pedotransfer functions to load in Mεi between 85 and 87.5% resulted in higher coefficients of determination (0.74), having potential use of such values as critical limits to maintenance of porosity without degradation of soil physical quality. / A pressão de preconsolidação (σp) é obtida da curva de compressão do solo de forma gráfica visual, matemática ou associando ambas e é uma estimativa de sua capacidade de suporte de carga. A fim de se retirar a subjetividade do método gráfico visual, há necessidade de descrição matemática (uso de modelos) da curva de compressão. Porém, os resultados de pesquisa não fornecem subsídios para a escolha de um modelo cuja σp resultante represente, de maneira confiável, a capacidade de suporte de carga do solo. Entretanto, se algum modelo a representar, a σp deverá ser uma função da densidade e conteúdo de água do solo, mantidas constantes outras propriedades. O objetivo deste trabalho foi conhecer a variabilidade na pressão de preconsolidação provocada por diferentes modelos e opções de ajuste desses modelos à curva de compressão e avaliar a relação da pressão de preconsolidação com a densidade do solo (Ds), conteúdo volumétrico de água (θ) e macroporosidade do solo (Ma). Para isso, foi realizado o ensaio de compressão uniaxial para 300 amostras provenientes de um Latossolo Vermelho Distroférrico típico, com textura argilosa, com ampla variação Ds e θ. A pressão de preconsolidação foi determinada por meio estritamente matemático, a partir do ajuste de dez modelos, onde sete deles consistiram em variações do modelo de van Genuchten (1980) e os demais foram propostos por Friton (2001), Assouline (2002) e Gregory et al. (2006). Os modelos propostos por Gregory e Friton possibilitaram a obtenção da σp para apenas 62 e 56 % das curvas, respectivamente, já as variações do modelo de van Genuchten viabilizam o cálculo da σp para no mínimo 90 % das curvas. Em três das variações do modelo de van Genuchten, foi possível obter a σp em 100% das curvas. A variação da σp produzida pelas diferentes opções de descrição da curva de compressão compromete o significado físico da σp para representar a capacidade de suporte de carga do solo. Da mesma forma, Ds, θ e Ma, mesmo que influenciem a capacidade de suporte de carga do solo, não explicaram mais que 58% da variação da σp produzida com o uso de diferentes modelos. Com os critérios utilizados, não é possível eleger um modelo em relação aos demais que possibilite estimar de maneira mais adequada, através da σp, a capacidade de suporte de carga do solo, o que limita o uso desse parâmetro como um indicador para o manejo dos solos agrícolas. Diante desse resultado, foi investigado se a porcentagem de deformação da amostra em função das cargas aplicadas estaria melhor relacionada com Ds, θ e Ma. Considerou-se um limite de deformação prudente do ponto vista físico, aquela deformação onde a Ma permaneça maior que 10%. O uso do limite de manutenção de 80 % do índice de vazios inicial (Mεi) desloca as deformações para a região plástica das curvas de todas as faixas de densidade e, por isso, não pode ser utilizado para solos com estrutura mais comprometida pela compactação. A carga para atingir determinada porcentagem de Mεi é melhor explicada pela variação da Ds e θ. As funções de pedotransferência da carga para a Mεi entre 85 e 87,5% resultaram em maiores coeficientes de determinação (0,74), havendo potencial da utilização destes valores como limites críticos de manutenção da porosidade sem haver degradação da qualidade física do solo.